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HomeMy WebLinkAbout1155 CHESTNUT AVE; ; CB021976; Permit08-23-2002 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: CB021976 Building Inspection Request Line (760) 602-2725 1155 CHESTNUT AV CBAD RESDNTL 2052109200 $307,700.00 1 Sub Type: SFD Lot #: 0 Construction Type: UN Reference #: Structure Type: SFD Bathrooms: 4 CHESTNUT HOMES 3,370 SF HOUSE.636 SF GARAGE.97 SF DECK.178 SF Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Orig PC#: Plan Check*: ISSUED 07/02/2002 MDP 08/21/2002 08/23/2002 Applicant: CHESTNUT HOMES L L C C/O GARY WINANS 2541 STATE ST #202 CARLSBAD CA 92008 Owner: CHESTNUT HOMES L L C C/O GARY WINANS. 2541 STATE ST #202 CARLSBAD CA 92008 4663 08/23/02 0002 01 02 CBP 29579= Total Fees: $30,320.90 Total Payments To Date:$741.65 Balance Due: $29,579.25 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFMFee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee $1,187.20 Meter Size $0.00 Add'l Reel. Water Con. Fee $771.68 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $30.77" PFF $3,251.00 PFF (CFD Fund) $0.00 License Tax $0.00 License Tax (CFD Fund) $0.00 Traffic Impact Fee $0.00 Traffic Impact (CFD Fund) $0.00 Sidewalk Fee $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00 Housing Impact Fee $3,420.00 Housing InLieu Fee D3/4 Master Drainage Fee $0.00 Sewer Fee $0.00 Additional Fees TOTAL PERMIT FEES $0.00 $160.00 $2,004.00 $0.00 $5,600.14 $5,169.36 $0.00 $0.00 $441.80 $498.20 $0.00 $196.00 , $60.00 $65.50 $0.00 $4,515.00 $931.25 $2,019.00 $0.00 $30,320.90 Inspector: FINAL Date: OVAL Clearance: NOTICE: Please take NOTICEythat approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as lees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection .with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations'has previously otherwise expired. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 RllpCfINFORMATION 1155 Chestnut Avenue FOR OFFICE USE ONLY PLAN CHECK NO. EST. VAL. Plan Ck. Deposit Validated By Date Chestnut Homes ft 07/02/02 0002 01 62-Address (include Bldg/Suite #) Parcel A of Tract 240, Map # 1681 Business Name (at this addresChestnut Homes 1 741« Legal Description 205-210-4^-00 Lot No. Subdivision Name/Number Vacant Land Unit No. Phase No. Residential Total # of units Assessor's Parcel # Existing Use Construction Single Family Home 3,370 s.f. 2 Proposed Use 5 Description of Work Garage 636 s.f. 2. CONTACT PERSON (if different from applicant) Bob Plein 2541 State St. SQ. FT. #of Stories # of Bedrooms # of Bathrooms Decks 97 s.f. Entry 178 s.f. XjP/^f (760) 729-7964 (760) 729-4594# 202. Carlsbad. CA 92008. Name Address City State/Zip Telephone # Fax # 3. APPLICANT ^j§ Contractor D Agent for Contractor D Owner ^§ Agent for Owner Fax(760) 729-4594 Hermosa Const. Corp. 2541 State St., # 202, Carlsbad, CA 92008. (760) 729-7964 Name 4. PROPERTY OWNER Chestnut Homes LLC Address City State/Zip Telephone # Fax (760) 729-4594 2541 State St., f 202, Carlsbad, CA 92008. (760)729-7964 Name Address City State/Zip Telephone # 5. CONTRACTOR - COMPANY NAME (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 3, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [4500]). Hermosa Const. Corp. 2541 State St., # 202, Carlsbad. CA 92008. (760) 729-7964 (760) 729-4594 Name Address State License # 410583B License Class B^ TRG Design Studio, 339 Forest Place, Vista, City City Business License # CA 92083. (760) 940-9391 State/Zip Telephone #1195969 Designer Name Address City State/Zip Telephone State License # illfWORKERS' COMPENSATION Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: |~"| I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 3QJ I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company State Fund Policy No, 1648068-2001 Expiration Date 10/01/02 (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) 0 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE /L~~ Gary M. Winans, Managing Meroforer June 27, 2002 7. OWNER-BIDDER DECLARATION 1 hereby affirm that I am exempt from the Contractor's License Law for the following reason: O I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). l~~l I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). l~l I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. f~l YES l~lNO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): PROPERTY OWNER SIGNATURE DATE COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? [] YES fJ NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES fj NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? d YES [U NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 8. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME First Pacific Bank LENDER'S ADDRESS 350° College Blvd., Oceanside, CA 92056. 9. I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). —— "~ Gary M. Winans, Managing Memb>CTE June 27, 2002 WHITE: File YELLOW: Applicant PINK: Finance APPLICANT'S SIGNATURE City of Carlsbad Final Building Inspection Dept: Building Engineering) Planning CMWD St Lite Fire Plan Check#: Date: 0371272003 Permit*: CB021976 Permit Type: RESDNTL Sub Type: SFDProject Name: CHESTNUT HOMES 3,370 SF HOUSE.636 SF GARAGE.97 SF DECK, 178 SF Address: 1155 CHESTNUT AV Lot: Contact Person: JOHN LEE Phone: 7604197879 Sewer Dist: CA Water Dist: CA 0 Inspected By: .X^o-^ /^-/ Inspected By: Inspected By: Comments: Date 3 "/£^> Inspected: ®~//3t <• Date Inspected: Date Inspected: ? 7 Approved: ^ Approved: Approved: — Disapproved: , Disapproved: Disapproved: City of Carlsbad Bldg Inspection Request For: 03/12/2003 Permits CB021976 Title: CHESTNUT HOMES Inspector Assignment: PY Description: 3,370 SF HOUSE.636 SF GARAGE.97 SF DECK.178 SF PORCH Type:RESDNTL Sub Type: SFD Job Address: 1155 CHESTNUT AV Suite: Lot ~ 0 Location: - Inspector: APPLICANT CHESTNUT HOMES L L C Owner: Remarks: AM PLEASE Phone: 7604197879 Total Time:Requested By: JOHN LEE CD Description A /V19 Final Structural KA 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Entered By: CHRISTINE ct Comment I • L? I l\ • Associated PCRs/CVs Inspection History Date Description 02/14/2003 34 Rough Electric 11/27/2002 82 Drywall/Ext Lath/Gas Test 11/21/2002 16 Insulation 11/18/2002 84 Rough Combo 11/15/2002 14 Frame/Steel/Bolting/Welding 11/15/2002 24 Rough/Topout 11/15/2002 34 Rough Electric 11/15/2002 44 Rough/Ducts/Dampers 11/06/2002 84 Rough Combo 10/29/2002 13 Shear Panels/HD's 10/29/2002 13 Shear Panels/HD's 10/16/2002 13 Shear Panels/HD's 10/16/2002 15 Roof/Reroof 10/16/2002 22 Sewer/Water Service 09/12/2002 11 Ftg/Foundation/Piers 09/12/2002 12 Steel/Bond Beam Act Insp Comments PA PY EMR AP PY AP PY AP PY CO PY AP PY CO PY AP PY NR PY NOT LATHED AP PY NS PY NR PY AP PY AP PY AP PY AP PY City of Carlsbad Bldg Inspection Request For: 11/15/2002 Permit# CB021976 Title: CHESTNUT HOMES Inspector Assignment: PY Description: 3,370 SF HOUSE.636 SF GARAGE.97 SF DECK,178 SF PORCH Type: RESDNTL Sub Type: SFD Job Address: 1155 CHESTNUT AV Suite: Lot 0 Location: Inspector: APPLICANT CHESTNUT HOMES L L C Owner: Remarks:! Phone: 7604197879 Total Time:Requested By: JOHN LEE Entered By: CHRISTINE CD Description Act Comments 14 Frame/Steel/Bolting/Welding CO 24 Rough/Topout r\l 34 Rough Electric ( I) 44 Rough/Ducts/Dampers AP Associated PCRs/CVs Date 11/06/2002 10/29/2002 10/29/2002 10/16/2002 10/16/2002 10/16/2002 09/12/2002 09/12/2002 09/03/2002 08/30/2002 Inspection History Description 84 Rough Combo 13 Shear Panels/HD's 13 Shear Panels/HD's 13 Shear Panels/HD's 15 Roof/Reroof 22 Sewer/Water Service 1 1 Ftg/Foundation/Piers 12 Steel/Bond Beam 21 Underground/Under Floor 22 Sewer/Water Service Act NR AP NS NR AP AP AP AP AP CO Insp PY PY PY PY PY PY PY PY PY PY Comments NOT LATHED LEAKS IN WA! CITY OF CARLSBAD BUILDING DEPARTMENT, NOTICE (760)602-2700 1635 FARADAY AVENUE' TIME LOCAT10N_ PERMIT NO. ,„ .. .-,..v ....,../' - *,Ik'. /D\ J FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? * FOR FURTHER INFORMATION, CONTACT "- "H-. .'•": _ YES 'PHONE -.'vy/]\ CODE'ENFORCEMENT OFFICER PACIFIC SOILS ENGINEERING, INC. .... :':- 7715 CONVOY COURT, SAN DIEGO, CALIFORNIA 92111 !-: ' i. ..' , TELEPHONE:.(858) 560-1713 NOTICE OF EXCAVATION INSPECTION JOB LOCATION:- WORK ORDER NO / VLJ 0 **• \ RFF WORK PROFR NO : OWNER OR CONTRACTOR:-//^ DATE INSPECTED:- , / / ' ' ' — TYPE OF EXCAVATIONS: CONTINUOUS FOOTING f\ .SPREAD FOOTING CAISSON____X-_FRICTION PILE SWIMMING Pnni OTHER. DESCRIPTION OF EXCAVATIONS COVERED BY THIS NOTICE: APPROVAI The undersigned has inspected the excavations listed above on the referenced property and same were excavated in accord- ance with our recommendations in the preliminary foundation report and the Building Code of the PACIFIC.SJ3ILS ENGIN|E^IWSJG,^NC. &^A^ DISTR: (l)Office / // '. SIGNATURE ':'••: (2) Inspector ; '/: (3) Project '•''.'••,'.'•'.'.' Form 79 Southwest Inspection and Testing, Inc. 10826 South Norwalk Blvd., Santa Fe Springs, CA 90670 (562) 941-2990 • (714) 526-8441 • Fax (562) 946-0026 REGISTERED INSPECTORS'S DAILY REPORT TYPE OF INSPECTION REQUIRED einforced Concrete Post Tensioned Concrete Reinforced Masonry D Structural Steel Assembly D Fire Proofing D Asphalt n Quality Control CD Other ^TESTS PERFORMED TYPE OF SAMPLE SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES INSPECTION SUMMARY - LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT - AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE & IDENT. NO'S OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELD MADE H.T. BOLTS TORQUED) CHECKED, ETC. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE OBSERVED TO THE BEST OF MY KNOWLEDGE AU OF THE ABOVE REPORTED WORK UNLESS/tfHERWISE NOTED. I HAJfE-fOUNlpHIS WORK TO COMPLY WITH THE APPROVED PLANS, SPECIFICATES, ANOAftLICABLE SfieflQNSSfTHE GOVERNING BUILDING LAWS. CONTINUED ON NEXT PAGE SPECIALTY AGENCY All inspections based on a minimum of 4 hours and over 4 hours - 8 hour minimum. In addition, any inspection extending past noon hoy) will be an 8 hour minimum. Approved by Project Superintendent WHITE - OFFICE COPY, CANARY - ACCOUNTING COPY, PINK - INSPECTOR'S COPY, GOLDENROD - JOB SITE COPY EsGil Corporation In Partnership with Government for Building Safety DATE: JULY 15, 2002 JURISDICTION: CARLSBAD O~PTAN REVIEWER Q FILE PLAN CHECK NO.: 02-1976 SET: I PROJECT ADDRESS: 1155 CHESTNUT AVENUE PROJECT NAME: SFR FOR CHESTNUT HOMES LLC The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. XJ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: ><j Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) / \Q__ Fax #: Mail Telephone Fax y: ) / \ In Person/ "*_REMARKS: The applicant to: ftnj^Nofe on sheet 5 of plans that the soils bearing values is 2,000 psf, per soils report. # /^/Submit a copy of the energy calculations to the building department, per T-24 sheet (as imprinted on the last page of plans). #\3)\Note "two 3/4" copper pipes must be installed to the most convenient future solar panel locatiorr-with all piping for solar water heating insulated when in areas that are not mechanically heated or cooled (City Policy). By: Ali Sadre Enclosures: Esgil Corporation D GA D MB D EJ D PC 7/5 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4 (858) 560-1468 4 Fax (858) 560-1576 VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: O2-1976 PREPARED BY: All Sadre DATE: JULY 15, 20O2 BUILDING ADDRESS: 1155 CHESTNUT AVENUE BUILDING OCCUPANCY: R3/U1 TYPE OF CONSTRUCTION: VN BUILDING PORTION LIVING AREA GARAGE DECK PORCH Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) 3370 636 97 178 CB 1 QQ4 I IRT Ri lilriinn Pprrrit FPP ;.:-w \ Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) 292,840 $1,141.00 1994 UBC Plan Check Fee $741.65 Type of Review:0 Complete Review D Structural Only D Repetitive Fee -, I ^~| Repeats D Other Q Hourly Esgil Plan Review Fee Hour $638.96 Comments: Sheet 1 of 1 macvalue.doc City of Car Is bad Public Works BUILDING PLANCHECK CHECKLIST Engineering ~7lDATE: BUILDING ADDRESS: //SIT PLANCHECK NO.: CB PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. D A Right-of-Way permit is required prior to construction of the following improvements: EST. VALUE: DENIAL Please see the attached report of deficiencies marked with D. Make necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By: By:Date: By. FOR OFFICIAL USE ONLY ERING AUTHORIZATION TO ISSUE BUILDING PERMIT: Date: ATTACHMENTS D Dedication Application D Dedication Checklist LJ Improvement Application D Improvement Checklist D Future Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application [H Right-of-Way Permit Submittal Checklist and Information Sheet u Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON Name: Karen Saul City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2775 CFD INFORMATION Parcel Map No: Lots: Carlsbad Tract:: * — H ( JKu-Wx V&iO ^ (7£6Q),o602-2720 • FAX (760) 602-8562 © BUILDING PLANCHECK CHECKLIST 3RD SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: f£. North Arrow p.. Existing & Proposed Structures Existing Street Improvements roperty Lines Br Easements 2. Show on site plan: Right-of-Way Width & Adjacent Streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service Existing or proposed irrigation service D D Drainage Patterns ' ^^"Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." Existing & Proposed Slopes and Topography Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, dwelling units and apartment complexes are an exception. and water laterals should not be located within proposed driveways, per standards. 3. Include on title sheet: Site address Assessor's Parcel Number Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION H:\WORD\DOCS\CHKLSTlBuiltlinO Plancheck CKIsl Form (Generic).doc BUILDING PLANCHECK CHECKLIST 1ST 2ND 3rd DISCRETIONARY APPROVAL COMPLIANCE CD D EH 4a. Project does not comply with the following Engineering Conditions of approval for Project No. D D D 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS D 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $15.000. pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 Yz" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS D D D 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $75.000. pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the H:\WORD\DOCS\CHKLST\Buikling Plancheck Cklsl Form (RIDDLE - HARVEY 7-12-00).doc BUILDING PLANCHECK CHECKLIST ,ST •>ND ,RD D D D checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by:Date: 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $310 so we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: D D D D 6c. Enclosed please find your Future Improvement Agreement, agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: Please return 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by:Date: 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) H:\WORD\DOCS\CHKl_ST\Buikting Plancheck CWsl Form (Generic 7-14-00).doc BUILDING PLANCHECK CHECKLIST A ST 2ND 3RD n Q] n 7d .No Grading Permit required. O n D 7e- If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS n 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. ' ~~~ " • Right-of-Way permit required for: -fa-Cl D D 9- INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: Date: D D D 10. NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. -fC' 11. /OxRequired fees are attached nj No fees required WATER METER REVIEW Q 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. All single family dwelling units received "standard" 1" service witrTSF service. \tiJL ^ 0* Uge^/ fo H:\WORD\DOCS\CHKLST\Builciing Plandwck Cklst Form (Generic).doc BUILDING PLANCHECK CHECKLIST 1ST •>ND jRD n D • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. • Maximum service and meter size is a 2" service with a 2" meter. • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand, (manifolds are considered on case by case basis to limit multiple trenching into the street). 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: 1. If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like: STA 1+00 Install 2" service and 1.5: meter (estimated 100 gpm) 2.If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection 3. In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water H:\WORD\OOCS\CHKLST\BuiUin8 Planctwck Cklsl Foroi (GenericJ.doc BUILDING PLANCHECK CHECKLIST 4 ST pND 3RD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. ^] Q Q 12c. Irrigation Use (where recycled water is available) 1. Recycled water meters are sized the same as the irrigation meter above. 2. If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. D D 13. Additional Comments: H:\WORD\DQCS\CHKLST\Building Plancheck Cklst Forni (Gertenc) doc / 004384178 CITYOFCARLSBAD CfFY Qf CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PATE a 01 GRADING PERMIT NQ + /? PROJECT INSPECTOR: PROJECT 10 /°Z? -f/^/Z. tZ#teT*>tj-4i*t£. *2_ LOTS REQUESTED FOR RELEASE: N/A « NOT APPLICABLE V> COMPLETE 0 = INCOMPLETE OR UNACCEPTABLE 1. Site access to requested tots adaquatt and loglcaly grouped. 2. SH«tro$ion control mcasue* adequate. 3. Owrafl site adequate for health, safety and wtffim of puMte, 4. Utter of request tor partial release submitted & 8^X1V site plan (atlachment) showing requested Us submitted 6. Compaction report from sols engineer submitted. 7. ErtgirieerorWorfcoerfllkalkmofworko^neandpt^elevaOons. 1st IS I/ IS t^~ ts "is t/ *fo fS IS 2nd. 8. Geologic engineer's tetter V unusual geotogle or sub» conditions exist 9. Prc^cofK«hxwc* approve d 10. r^MrantsvvftWn 500 feet c^buMJr^gaxnbtstfbto art weather roads access to cfte. 0 Partial release of grading for fhe above stated tots it approved for to purpose of buftdhg permit issuance. Issuanea of bidding permits IB sffl subject to al normal City requirements required pursuant to the buftflhg permit process, O Partial release of the sMe Is denied for the Mowing reasons: Construction Manager J PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. Planner Christer Westman APN: Address \\tyO dfbZ-tJTui I* Phone (760) 602-4614 Type of Project & Use: Zoning: if^-'^ CFD (in/out) #_ Circle One General Plan: f^-UH. Date of participation: Net Project Density: "?? .£y-\ DU/AC Facilities Management Zone: \ Remaining net dev acres: (For non-residential development: Type of land used created by this permit: ) Legend:Item Complete Environmental Review Required: DATE OF COMPLETION: YES Item Incomplete - Needs your action N° TYPE Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: APPROVAL/RESO. NO. PROJECT NO. YES NO V TYPE DATE OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: tfj Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO y CA Coastal Commission Authority? YES NO If California Coastal Commission Authority: Contact them at - 3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1 725; (619) 521-8036 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES NO If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. H:\ADMIN\COUNTER\BldgPlnchkRevChklst IS Inclusionary Housing Fee required: YES /^ NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) Site Plan: 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines. 2. Provide legal description of property and assessor's parcel number. Zoning: IT 1 . Setbacks:V \ Front: Interior Side: Street Side: Rear: V \ 2. Accessory structure\ Front: Interior Side: Street Side: Rear: Structure separation Required Required Required Required setbacks: Required Required Required Required : Required Shown ££?•!"" Shown ^o * Shown ID IT Shown iJD J^ Shown Shown Shown Shown Shown 3. Lot Coverage: 4. Height: Required Required -—~3'O Shown Shown 3 0 5. Parking: Spaces Required Guest Spaces Required Additional Comments 2_Shown Shown OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER V'DATE H:\ADMIN\COUNTER\BldgPlnchkRevChklst ADRIANA DRAGUS CONSULTING STRUCTURAL ENGINEERING 2981 BRIGHTON RD., CARLSBAD, CA. 92008 PH. (760) 434-4067 FAX (760)434-3367 Hermosa Construction Single Lot Home, Chestnut St. Carlsbad, Ca. JOB NO. ^£2? BY AT? SH.J_ OF r? DESIGN CRITERIA Building Code Foundation Soil Concrete Concrete Block Reinforcing Steel Structural Steel Pipe Column Wood Framing Studs Joists Beams Posts GLB Plywood DESIGN LOADS Lateral Wind Seismic Live Loads (psf) Dead Loads R/FIr Finish Insulation Sheathing Jsts / trusses Bott. Misc. D.L.(psf) T.L(psf) :1997 :2000psf per soil report :2500 psi :ASTM C90.GRADE N : ASTM A615-40 or A615-60 as noted :ASTMA36 :ASTMA53,GradeB :Stud Grade :DF*2 :DF#1 :DF#1 (6x),Stud Grade (4x) : 24F-V4 : P.S. 1-85 Exterior Glue : (Ce)( Cq)(qs)( I) :ZICa/R ROOF "^"F Jf 18.5 PSF 0.293 FLOOR DECK 14 1.5 1.5 4.5 3 1.5 26 42 18 34, 40 4 1.5 3 3.5 3 1.5 16.5 56.5 60 3 3.5 8 1.5 22 82 TW A-UHMU if, ADRIANA DRAGUS CONSULTING STRUCTURAL ENOINEERINO 2661 BRIGHTON RD. CARLSBAD. CA. 92008 PH (760) 434-4067 FAX (760) 434-3387 44err»^sci *S(v\(e. (T ex o/^M = ~ 3 A ) -=£> K. lo JOB NO. BY DATE ^ - 2-U <? 2> SH.^1 OF_<7 . 5 n ADR1ANA DRAGUS CONSULTING JOBNO 2881 BRIGHTON RD. CARLSBAD, CA. 02008 PH (780) 434^087 FAX (780) 434-3387 i . "Co. DATE - SH.2-OFJ7 * 42. \ R- ADRIANA ORAGUS CONSULTING -ll erm«S« (.a*$tru.ch< fc I ftw£ i URAL ENOMBBRINO 2881 BRIGHTON RO. CARLSBAD. CA. 02008 PH (760) 434-4067 FAX (760) 434-3367 JOBNO. BY SH. y of '-^@> M. ADRIANADRAGUS CONSULTING STRUCTURAL BNOINEHWNO ZniBRttHTONRO. CARLSBAD, CA.K006 PH (760) 434-4087 FAX (780) 434-3367 JOB NO. > -'?' -. ADR1ANA DRAGUS CONSULTING STRUCTURAL nvomeeRiNO 2061 BR»HTONRD.CARLSBAD.C^«OOe PH (780) 434-40B7 FAX (7W) 434-3367 ADRtANADRAOUS CONSULTING* STRUCTURAL BNomeemNO 2881 BRIGHTON RD. CARLSBAD. CA.W008 PH (780) 434-4087 FAX (780) 434-3387 . ( /C-oor l «. JOBNO BY frt) DATE ^r SH.QoF_T7 ^ ll.^r ^^ 0.T ADRIANA DRAGUS CONSULTING JOB NO Ut , I/ /- 'PH (780) 434-4087 FAX (780) 434-3387 vU^^ -- -a- -TL ef' 4x Q W/u- -i |6» rV^ A 7^0 on. j ,v.y Af - ^rvc^^i^ftWfei /:J0 < cT <?'-&'&>* 4 6 . 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(780) 434-3387 (_-*<*- IT I C 4> * <X , ,u * q1 R io © ^ ^ F io F UPt) V (PTH 1 7. ^ 'M -2.. / l/ I'TL z-v JOB NO . ~H- -<?.£<=» u-t •H^ZA 47.. 24- ?.« 77.i -A ADR1ANA DRAGUS CONSULTINQ 2Wt BRWMTON TO. CARLSBAD, CA. 92008 PH (780) 434-4067 FAX (780) 434-3367 &.& 5V >£ / *t/ Ay JO§NO. . Hjf OF ^ o a pu+f ADMANA DRAGUS CONSULTING amueruRAL ENOINEERINO PM (790) 434-4067 FAX (760) 434-3387 KcS«, < •j O>- JOB NO. SH. C /, ' '1 M ADWANA DRAQU8 CONSULTING JQBMO 1- M. s^ A «7.*"- o, s n -/, v. V -^ lit enoC-OzmcoO>D%«oomCODmN« O CO Ocn O)o•^^ CD X CD CD C/5 C/5 •oo 3 €N 00 Ili I STONE TRUSS COMPANY www.stonetruss.com STONE TRUSS CO. CERTIFIED INSPECTION ICBO EVALUATION SERVICE INC. AA-583 IN STRICT ACCORDANCE WITH UBC2321.3 PREFABRICATED WARNING * WARNING * WARNING BE SURE ERECTION CONTRACTOR UNDERSTANDS HIB-91, SUMMARY SHEET ENCLOSED 507 JONES ROAD • OCEANS1DE, CALIFORNIA 92054 • (760) 967-6171 • FAX (760) 967-6187 E-mail: stc inc@ix.netcom.com ST001 8'33'8"8 i— T>U O O"n m i- Zo 03 <_ \l O-P CDO ^O DESIGNED BY: STONE TRUSS CO. 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Q. r-h c-r -UO o o o \ Is r —I DO CO —I —Io <H> r-> c-> c~> o o o o TD ~0 -a "O 13 GO GO 00 GO GO i 00c mo CL(Qno r\j no noX X X XCO 00 GO BOr-r c-^- CD CD O2OCD oCO <0 O O O i—i m co ft^ "N oCD > m o00 Gri H as o* pON «H* ONvo i-k^ ^OO £k rj\ OO O <j»in oo o4^ OO ON3 I§ w5 ^fD M{vo ^ a?f»I CP N* O\ t fljoo 2. a H^ Q, «* K> » * "^ ^>N ^ ^Kpp w • I w K rnO HHM e»•» ^ ^^{^ p O 00 « OJO 00 ^ vo ^ L« **•O g 00^ ^^8 S K >O<iOVO vo voK) VD n &9 O* p<l »O -4K) O VO W vo ^O VOOO OU) ON •v» Accredited by theAmerican National Standards InstituteICBO Evaluation Service, Inc. 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601-2299 A subsidiary corporation of the International Conference of Building Officials EVALUATION REPORTCopyright © 2001 ICBO Evaluation Service, Inc. ER-4211 Reissued January 1, 2001 Filing Category: FASTENERS—Steel Gusset Plates (066) COMPUTRUS TRUSS PLATES COMPUTRUS, INC. 10370 HEMET STREET, SUITE 200 RIVERSIDE, CALIFORNIA 92503 1.0 SUBJECT CompuTrus Truss Plates for Wood Trusses. 2.0 DESCRIPTION 2.1 General: The CompuTrus Truss Plates are flat steel plates designed to connect wood truss members. The plates are manufactured from galvanized steel and come in various lengths and widths, and have Integral teeth that are designed to laterally transmit load between truss wood members. Plans and cal- culations must be submitted to the building official for trusses using truss plates described in this report 2.2 Materials: The CompuTrus truss plates are punched from No. 18 gage [0.0454 inch (1.15 mm) base metal thickness] and No. 20 gage [0.0375 inch (0.95 mm) base metal thickness] G60-gal- vanized sheet steel complying with the mechanical require- ments established in ASTM A 653 SQ Grade 33 or higher. Each plate has 9.4 teeth per square inch of plate; each tooth is approximately V3 inch (8.5 mm) long and approximately 0.106 inch (2.7 mm) wide. The teeth are punched in pairs, with each pair spaced % inch (6.4 mm) on center along the width of the plate, and 0.85 Inch (21.6 mm) on center along the length. Alternating rows of teeth are staggered 0.10 inch (2.5 mm) from adjacent rows. The "CM" series plates are identical to the "C" series plates, except that every third row of teeth is omitted. Plates are 0.85 inch (21.6 mm) in length, and are available in widths of up to 12 inches (305 mm), in 1/2-inch (12.7 mm) increments, as required by design. The plates are applied to truss members in pairs, with one plate on each face of each joint, using s power press constructed in accordance •with the manufacturer's specifications. See Figtire4 for-de- tails of plate dimensions. 2.3 Allowable Loads: Tables 1, 2 and 3 provide allowable lateral loads, tension loads and shear loads, respectively, for the CompuTrus truss plates. These values are based on the National Design Standard for Metal Plate Connected Wood Truss Construc- tion, ANSI/TPI 1-1995.AcopyoftheANSI/TP11-1995 stand- ard must be supplied to the building department when this is requested by the building official. 2.3.1 Lateral Resistance: Each CompuTrus truss plate must be designed to transfer the required load without ex- ceeding the allowable load per square inch of plate contact area, based on species, on the orientation of the teeth relative to the load, and on the direction of load relative to grain. De-- sign for lateral resistance must be in accordance with Section 11.2.1 of ANSI/TP11-1995. Table 1 provides allowable lateral loads for the truss plates. 2.3.2 Tension Resistance: Each CompuTrus truss plate must be designed for tension capacity, based on the orienta- tion of the truss plate relative to the direction of load. Design for tension must be in accordance with Section 11.2.2 of ANSI/TP11-1995. Table 2 shows allowable tension loads for the truss plates. Additionally, the net section of the truss plates fortension joints must be designed using the allowable tensile stress of the metal, adjusted by the truss plate tensile effectiveness ratios shown in Table 2. , 2.3.3 Shear Resistance: Each CompuTrus truss plate must be designed for shear capacity, based on the orientation of ' the plate relative to all possible lines of shear. Design for shear must be in accordance with Section 11.2.3 of ANSI/TPI 1-1995. Table 3 shows allowable shear loads for the truss plates. Additionally, the net section of the truss plates for heel joints and other joints involving shear must be designed using the allowable shear values for the truss plates, adjusted by the shear resistance effectiveness ratios shown in Table 3. 2.3.4 Metal Plate Reductions: Several allowable-load re- duction factors for the metal plates, when they are applicable, must be considered cumulatively in the design of truss plates used in fabricated wood trusses: 1. Allowable lateral resistance values for the CompuTrus truss plates must be reduced by a strength reduction fac- tor, OR, shown in Table 4, when the plates are Installed in lumber by means of a single-pass, full-embedment roller system having minimum roller diameters equal to 18 inch- es (457 mm). This reduction does not apply to embed- ment hydraulic-platen presses, multiple roller presses that use partial embedment followed by full-embedment rollers, or combinations of partial embedment roller presses and hydraulic-platen presses that feed trusses into a stationary finish roller press.. When trusses are fab- ricated with single-pass roller presses, the calculations for the truss design submitted to the building department for approval must specify the minimum diameter of the roller press and the appropriate strength reduction factor from this report. 2. Allowable lateral resistance values for the CompuTrus truss plates must be reduced by 15 percent when the plates are installed on the narrow face of truss lumber members. 3. Allowable lateral resistance values must be reduced by 20 percent when the CompuTrus truss plates are Installed in lumber having a moisture content greater than 19 per- cent at the time of truss fabrication. Evaluation reports of ICBO Evaluation Service, Inc., are issued solely to provide information to Class A members of ICBO, utilizing the code upon which the report is based. Evaluation reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor as an endorsement or recommen- dation for use of the subject report. This report is based upon independent tests or other technical data submitted by the applicant. The ICBO Evaluation Service, Inc., technical staff has reviewed the test results and/or other data, but does not possess test facilities to make an independent verification. There is no warranty by ICBO Evaluation Service, Inc., express or implied, as to any "Finding" or other matter in the report or as to any product covered by the report This disclaimer includes, but is not limited to, merchantability. Page 1 of 5 Page 2 of 5 ER-4211 4. Allowable lateral resistance values for CompuTrus truss plates installed at the heel joint of a fabricated wood truss must be reduced by the heel-joint reduction factor, WR, as follows: HR = 0.85 - 0.05(12tan6 - 2.0) where: 0.65 ZHK<. 0.85 9 = Angle between lines of action of the top and bottom chords (shown in Figure 3). Where the top chord slopes are greater than 12:12 (100% slope), this heel-joint reduction factor is not applied. 2.3.5 Combined Shear and Tension: Each CompuTrus truss plate must be designed for combined shear and tension capacity, based on the orientation of the truss plate relative to the directions of loading. Design for combined shear and ten- sion must be In accordance with Section 11.2.4 of ANSI/TPI 1-1995. 2.3.6 Combined Flexure and Axial Loading: Truss plates designed for axial forces are only permitted as splices in the top and bottom chord when trie splices are within 12 inches (305 mm) of the calculated point of zero moment. Design of truss plates at splices in the top and bottom chord that are not placed within 12 inches (305 mm) of the calculated point of zero moment must include combined flexure and axial stresses. 2.4 Truss Design: Plans and calculations must be submitted to the building offi- cial for the trusses using truss plates described in this report. The truss design must show compliance with the code and accepted engineering principles. Allowable loads forthe truss plates may be Increased for duration of load in accordance with the code. Calculations must specify the deflection ratio or the maximum deflection for live and total load. For each truss design drawing, the following information, at a mini- . mum, should be specified by the design engineer: 1. Truss span, spacing, and slope or depth. 2. Dimensioned location of truss joints. 3. Model, size and dimensioned location of truss plates at each joint. 4. Truss chord and web lumber size, species, and grade. 5. Required bearing widths at truss supports. 6. Top and bottom chord live and dead loads, concentrated loads and their locations, and controlling wind or earth- quake loads. 7. Design calculations conforming to ANSI/TP11-1995 and any adjustments to lumber and truss plate allowable val- ues for conditions of use. 2.5 Truss Fabrication: Plate connectors shall be installed by an approved truss fabri- cator that has an approved quality assurance program cover- ing the wood truss manufacturing and inspection process in accordance with Sections 2304.4.4 and 2321.3 of the code and Section 4 of ANSI/TP11-1995. The allowable loads rec- ognized in this report are for plates that are pressed into wood truss members using hydraulic or pneumatic embedment presses; multiple roller presses that use partial embedment followed by full-embedment rollers; or combinations of partial embedment roller presses and hydraulic-platen presses that feed trusses into a stationary finish roller press or, if the ad- justment factors given in Table 4 are used, single-pass roller presses. When truss fabricators use single-pass roller presses, the rollers must have minimum-18-inch (457 mm) diameters. Plates embedded with a single-pass, full-embedment roller press must be preset, before passing through the roller press, by striking at least two opposite corners of each plate with a hammer. 2.6 Identification: The CompuTrus "C" Series plates are embossed with the designation "C-20" or "C-18," forthe No. 20 gage or No. 18 gage plates, respectively. For the "CN" series, the No. 20 gage plate is identified by the designation "CN-20" embossed on the plate, and the No. 18 gage plate is identified by the des- ignation "CN-18." 3.0 EVIDENCE SUBMITTED Test data in accordance with National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-1995. 4.0 FINDINGS That the CompuTrus Truss Plates for Wood Trusses de- scribed in this report comply with the 1997 Uniform Building Cods™, subject to the following conditions: 4.1 Plans and calculations are submitted to the build- ing official for the trusses using truss plates de- scribed in this report 4.2 The truss plates are designed to transfer the re- quired loads using the design formulae In ANSI/TPI 1-1995. A copy of the ANSI/TPI 1-1995 standard must be supplied to the building department when this Is requested by the building official. 4.3 The allowable loads for the truss plates comply with this evaluation report. 4.4 Truss plates are not permitted to be placed where knots occur in connected wood truss members. 4.5 Truss plates are installed In pairs on opposite faces of truss members. 4.6 Trusses using truss plates described in this report must be fabricated by a truss fabricator approved by the building official, In accordance with Sec- tions 2304.4.4 and 2321.3 of the code. 4.7 Allowable loads shown in the tables jof thJs report. may be Increased for duration of load In accord- ance with the code. 4.8 Overpressed truss plates are not permitted. Over- pressed plates occur when the truss plate is em- bedded Into the lumber more than one-half the plate metal thickness. 4.9 Allowable loads shown in the tables of this report are not applicable to truss plates embedded in lum- ber treated with fire-resistive chemicals. 4.10 When a one-hour fire-resistive rating is required for trusses using CompuTrus plates, see Evaluation Report ER-1632. This report Is subject to re-examination In two years. CampuTrus, Inc. Manufacturing • Engineering * Computer Systems WARNINGS: 1. Read all General Notes and Warnings before construction of trusses. 2. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 3. 1x3 compression web bracing must be installed where shown+. 4. All lateral force resisting elements such as temporary and permanent bracing, must be designed and provided by designer of complete structure. CompuTrus assumes no responsibil- ity for such bracing. 5. No load should be applied to any component until after all bracing and fasteners are complete, and at no time should any loads greater than design loads be applied to any component 6. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 7. This design is furnished subject to the limitations on truss designs set forth by the Truss Plate Institute in "Bracing Wood Trusses, HIB-91", a copy of which will be furnished by CompuTrus upon request GENERAL NOTES, unless otherwise noted: Design to support loads as shown. [2) Design assumes the top and bottom chords to be laterally braced at 2'-0" o.c. and at 12'-0" o.c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + +. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry , condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. . 9. Digits indicate size of plate in inches. . 10. For basic design values of the CompuTrus Plate, indicated by the prefix "C", see I.C.B.O. R.R. 4211 . .7 :. 11. The CompuTrus Net Section Plate is indicated by the prefix "CN", the designator (18) indicated 18 ga. material is used. All others are 20 ga. General Notes: Bracing to top and bottom chords not required, provided the chord members are braced throughout their length by continuous sheathing. This safety alert symbol is used to attract your A, attention! PERSONALSAFETY IS INVOLVED! When JMk you see this symbol - BECOME ALERT - HEED ITSaa*a""aa MESSAGE. A CAUTION: A CAUTION identifies safe operating j||Jk practices or indicates unsafe conditions that could JatHa result in personal injury or damage to structures. DANGER: A DANGER designates a condition jO. where failure to follow instructions or heed warn- ing will most likely result in serious personal injury or death or damage to structures. A WARNING: A WARNING describes a condition •jSylk '•• where failure to follow instructions could result in fflOffii severe personal injury or damage to structures. HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ® Itis theresponsibilityoftheinstaHerfbuitder. buildinqcontrvctor. licensed contractor: :'erector or erection contractor) to property receive.unload, store, handle, install and brsca metal plate connected wood trusses to protect life and property. The installer mustexercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to; be interpreted as superior .to the project Architect's or.Engineer's design specification for handling, installing and bracing wood trusses fora particular roof prjfjoori, Jhese recomrnendations are based upon the collectivsj'experie.nce of leading technical personnel in the wood ® TRUSS PLATE INSTITUTE ;. 583 D'Onofrlo Dr., Suits 200 Madison, Wisconsin 53719 ...".'. ;V:;-.-: :;,.'•;;v'..,' • .• • ... (608)333-5900/'; / •^•-•:.-- v- •> truss industry,: but must, due to •trie nature of responsibilities involved, be .presented as a guide for the useofaqualifiedbuildingdesignerorinstaller. Thus, - the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the '. use, application or reliance on the recommendations and ' information contained herein by building designers, installers, and others'. Copyright © by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any.form without written, permission of the '.. .publisher. Printed in the United States of America.- •" -o,iyi:. "V'" ^:'::.r ;iU • '-••'••• ;•- CAUTION: Thebuilder.building contractor, licensed contractor, erector or erection contractor is advised to obtain and read the entire booklet "Commentary and Recommendations for Handling, Installing & Bracing Metal Plate Connected Wood Trusses, HlB- 91" from the Truss Plate Institute. CAUTION: Alltemporarybracingshould be no less than 2x4 grade marked lumber. All connections should be made with minimum of 2-16d nails. All trusses assumed 2' on-center or less. All multi-ply trusses should be connected together in accor- dance with design drawings prior to installation. TRUSS STORAGE CAUTION: Trusses should not be unloaded on rough terrain or un- even surfaces which could cause damage to the truss. CAUTION: Trusses stored horizontally should be supported on blocking to prevent excessive lateral bending and lessen moisture gain. WARNING: Do not break banding until installation begins. Care should be exercised in banding re- moval to avoid shiftinq of individual trusses. WARNING: Do not lift bundled trusses by the bands. Do not use damaged trusses. CAUTION: Trusses stored vertically should be braced to prevent toppling or tipping. DANGER: Do not store bundles upright unless properly braced.Do notbreakbands until bundles are placed in a stable horizontal position. DANGER: Walking on trusses which are lying flat is extremely dangerous and should be strictly prohibited. : Do not lift single trusses with spans greater than 30' by the peak.; |||j|||||i||H Lifting devices should be connected to the truss top chord with a closed-loop Strongback/ SpreaderBarattachment utilizing materials such as slings, chains, cables, nylon strapping etc. of sufficient strength to carry the weight of the truss. Each truss should be set In proper position per the building designer's framing plan and held with the lifting device until the ends of the ¥> to 34 truss lengthtruss are securely fastened and tempo- rary bracing Is Installed.Greater than 60' Strongback/ Spreader Bat \ % to Y* truss jength Greater than 60' adequate for the Installation of engineer If a different accordance with TPI's Metal Plate Connected Wood spacing is possible. BRACING: BUILDING EXTERIOR Typical horizontal tlo member with multiple slakes (HT) ;:':-fij|[iL^ . 4 or_greater/.;v.Y;•.'••.':'«.•- Top chorda that are laterally braced can buckle togetherand cauaecollaps« if there la no diago- nal bracing. Diagonal bracing should be nailed to th« underside of the top chord when purllna are attached to the topalda of tha top chord. " • ' ''' ;3;:|[wjtfusses]8 registered professional engineer Topchorda that ara laterally braced can buckle togetherand causecollapaa if there iano diago- nal bracing. Diagonal bracing should be nailed to tha underside of tha top chord when purlins are attached to the topside of tha top chord. -SCISSORS TRUSS rrT^,'^^^^i',-;^-^MiSa.p*W 'Wi^^i^!.,^!.,^;,!!-,!!!-,^,,;-!:!-.^-^::.^;!.;;^,:^!:.-!..-:;!.:!-! sfei.v.ftYi.rM.-.^ii-iV.i ^^^^^IBtlWOVI^CIlVA^WIvll-IC'^-vr-^-^Ti.n" i;^>H(S*-t**SSir^SE5!^;,^vi^^j';"^*Vi*™i^ i^^VJ'^^Slis^&CSttftfl*fateralbraclrig;,-s;SW^;'<^|&i|:lS.^k'i.v^-i^'Hfe^.WrJHSsii'Ji^^CV.'B Sp9^Vll^^iii§;^&i^wilfe'y§ fateral: brablri&,:fs5^fe;i<jS®S£••"--?'^-^,vV-'i'"% "^i",~^".'^-"-V^'~.i>''^-^-*ri:**"'i'."&;^'-v'-t'^ ?i^?S(''-s\;' 'V''1 Up lo 32' Over 32' - 48' Over 48' - 60' Over 60' 30" 42" 48" 6' KTOP/CHOBDJiK-r-SffliSc5S(vist:BR;i;cE;; ' 15 10 Top chorda that are laterally braced can buck la togetherand causecollapoe if them Is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlin* ara attached to the topaida of the top chord. Mi.^DF-DouglaVFir-Larch^SP^Soutnerh^Pfne Continuous ^ Top Chord ^"x Required 1 0" or Greater Attachment S Required cpti If \> ~1 -\- Continuous Top Chord Lateral Brace Required ;i^r-i:;V/sv-.i:.;a^^'End d|agpnals;ara! s;;-.^;:v.,':-'" S^':^: •:•••' '•'? ;rJ?;;;"^ ;^;' -^Hboth ends of the truss system.^.;;.^ 1 SPAN Up to 24' Over 24' - 42' Over 42' - 54' Over 54' 1 1 i MINIMUM PITCH ' 3/12 3/12 3/12 TOP CHORD >• LATERAL BRACE SPACING(L0S) 8' 7' 6' TOP CHORD DIAGONAL BPACr- SPACING (DBS) [# trusses] SP/DF 17 10 6 SPF/HF 12 6 4 See a registered professional engineer Continuous Top Chord Lateral Brace Required Top chords that are laterally braced can buckle togetherandcauae collapse tftherelsno diago- nal bracing. Diagonal bracingahould b«nailed to the underside of the top chord when purlins are attached to the topside of the top chord. Attachment / \\ 'Required —' Jl ••j'-- «IO auauiiDU tw UIQ Lupuiun ui UIO (Op CdOrOL. i OUTrOF-PLANE INSTALLATION TOLERANCES. should iption be placed Mmpenui01oo>rooCO m'T!hoirni-DinP?n D5moo_xtoCO •nfizp8zz3ooH5 COmpCOtnC71a-j03n mTlW£amino n-ImooCO00 TlmzptDbo7;zo§I— H-nVrr -^ '-^ r -E 1X1 •E i i ^- i ^- 70mTlhjOi-^Omf?Cl0 P>moo<oCO ~nr—mzpwo>=jO>0Omwen 5. 3m 5 O£>w 5 O 5 m -iD mssan 8T) -1 c I S cro E§ i Ml! & 8s- a "& i » s s s »o sg » g ? §.? 7 ? 0)mpC/3Oicn§c019 .^73.mX>2UlOmCO0)O a— iJT1O3^CD 3p-mzoQ>r~mD I oo i CornpuTrus, Inc.irpulrus, Inc./VN/VVVx Gable end trusses that have been designed to support vertical and/or seismic loads sometimes require that their top chords be notched for outlookers. These types of trusses have come under increased scrutiny by the building departments and their field inspectors. The top chord is a critical component in the truss and considerations must be made during the design process to prevent repairs later. Several options are listed below. Option I: For 2x4 Outlookers • For 2x4 Outlookers. • Requires 2x4 blocking between outlookers. Do not cut into heel plate Option II: For 4x2 Outlookers C-1.5x2.6 @ 36" Do not cut into heel plate For 4x2 outlookers. Notches must be cut with care. No blocking required. Same cutting as for common. Shim let-ins at each end for full bearing. Option III: For 4x2 Outlookers - Span < 24'-0"For 4x2 outlookers. 4x2 blocking between outlookers required. 1-1/2" Option IV: For 4x2 Outlookers with full continuous bearing, studs at 16" o.c., and sheathing material attached to one face 4x2 notches must be cut with care. 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Page INTRODUCTION 1 1.0 SCOPE OF WORK 1 2.0 SITE DESCRIPTION 2 3.0 PROPOSED CONSTRUCTION 2 4.0 GEOLOGIC SUMMARY 3 Table A - UBC (1997) Seismic Parameters 4 4.1 Groundwater 4 Figures 1-3 5.0 SITE PREPARATION AND COMPACTION 5 5.1 Unsuitable Soil Removals 5 5.2 Existing Site Improvements 5 5.3 Grading Compliance 5 5.4 Site Preparation 6 5.5 Removal Excavation Treatment 6 5.6 Building Pad Overexcavation 6 5.7 Compacted Fill Placement 6 5.8 Soil Material Suitability 7 5.9 Soil Expansion Characteristics 7 5.10 Import Soils 7 5.11 Compaction Testing 7 6.0 PRELIMINARY FOUNDATION DESIGN CRITERIA 7 6.1 Preliminary Foundation Design Criteria 8 6.2 Preliminary Conventional Slab-On-Grade Foundation System 8 Table B - Conventional Foundation Design Parameters 6.3 Retaining Walls 8 PACIFIC SOILS ENGINEERING. INC. Work Order 400829 December 18, 2001 TABLE OF CONTENTS cont. Page 6.3.1 Lateral Earth Pressure Coefficients 9 6.3.2 Other Design Considerations 9 6.3.3 Waterproofing and Drainage Systems 9 6.3.4 Other Appurtenances 9 7.0 SLOPE STABILITY AND REMEDIATION 10 7.1 Cut Slopes 10 7.2 Fill Slopes 10 7.3 Temporary Backcut Stability 11 8.0 OTHER DESIGN AND CONSTRUCTION CONSIDERATIONS 11 APPENDIX A REFERENCES APPENDIX B PLATE A - UNIFIED SOIL CLASSIFICATION SYSTEM TABLE I - LOGS OF TEST PITS APPENDIX C LABORATORY ANALYSES TABLE II - SUMMARY OF LABORATORY TEST DATA PLATES B-1 AND B-2 - DIRECT SHEAR TEST DATA APPENIX D PLATES C-1 THROUGH C-4 - SLOPE STABILITY CALCULATIONS APPENDIX E EARTHWORK SPECIFICATIONS PLATES G-1 THROUGH G-11 - GRADING DETAILS POCKET ENCLOSURE: SHEET 2 OF 4 - PRELIMINARY GRADING PLAN PACIFIC SOILS ENGINEERING, INC. PACIFIC SOILS ENGINEERING, INC. 7715 CONVOY COURT, SAN DIEGO, CALIFORNIA 92111 TELEPHONE: (858) 560-1713, FAX: (858) 560-0380 HERMOSA CONSTRUCTION COMPANY 2541 State Street #202 Carlsbad, CA 92008-1964 December 18, 2001 Work Order 400829 Attention: Mr. Gary Winans Subject: Updated Geotechnical Foundation Investigation for the Chestnut Property, in the City of Carlsbad, California References: See Appendix Gentlemen: Presented herein is Pacific Soils Engineering, Inc.'s (PSE) updated geotechnical foundation evaluation for the Chestnut property, located in the City of Carlsbad, California. This work was performed in accordance with our proposal dated October 25, 2001 on the authorization of Mr. Gary Winans. The purpose of this updated investigation is to generally characterize site geotechnical conditions as they relate to the proposed construction of three (3) wood frame, residential structures supported by slab-on-grade foundation systems, as depicted on the revised one-inch equals 20-feet preliminary grading plans (Sheet 2 of 4) prepared by Reynolds Civil Engineering, Inc. (RCE). 1.0 SCOPE OF WORK The following scope of work has been performed during PSE's investigation. 0 Review of published maps and geologic literature. 0 Mark-out and coordination of Underground Service Alert (USA). CORPORATE HEADQUARTERS LOS ANGELES COUNTY RIVERSIDE COUNTY . SOUTH ORANGE COUNTY TEL: (714) 220-0770 • TEL:.(310) 325-7272 or (323) 775-6771 TEL: (909) 676-8195 TEL: (714) 730-2122 FAX: (714) 220-9589 FAX: (714) 220-9589 FAX: (909) 676-1879 FAX: (714) 730-5191 Work Order 400829 Page 2 December 18, 2001 0 Excavation, logging and sampling of eight (8) exploratory test pits, excavated with a John Deere 31OD backhoe with 24 inch bucket (Table I). 0 Laboratory testing and analyses of bulk samples consisting of: 1) hydrometer analysis (Table II); 2) remolded direct shears (Table II and Plates B-1 and B-2); and 3) compaction characteristics (Table II). 0 General discussion of site geology. 0 Limited seismic hazards analysis. 0 Preliminary grading recommendations. 0 Preliminary foundation design recommendations. 0 Preparation of this report and accompanying exhibits summarizing our findings, conclusions and recommendations. 2.0 SITE DESCRIPTION The vacant 0.77-acre parcel is relatively flat with drainage by sheet flow to existing paved streets and associated storm drains. Currently the parcel is vacant with native grasses and some trees. Existing homes are located to the south, west, and east with Chestnut Avenue forming the northern boundary (Sheet 2 of 4). 3.0 PROPOSED CONSTRUCTION It is assumed that mass grading techniques will be utilized to create building pads, driveways and surface drainage improvements for support of three (3) residential structures to the grades reflected on enclosed Sheet 2 of 4. It is also understood that the proposed residential wood frame structures will be supported PACIFIC SOILS ENGINEERING, INC. Work Order 400829 Page 3 December 18, 2001 by a slab-on-grade foundation system with shallow foundation elements. Foundation plans should be reviewed for conformance to PSE's recommendations prior to construction. 4.0 GEOLOGIC SUMMARY Although no existing site-specific proprietary geotechnical reports were available for PSE's review, published data (Tan and Kennedy, 1996) indicates the site is underlain by terrace deposits of the Quaternary-age Lindavista Formation. Typically, the Lindavista Formation consists of brown to reddish brown, silty to clayey sands. Tan and Kennedy indicates Santiago Formation cropping out one- half (0.5) of a mile southwest of the site at the Agua Hedionda Lagoon and it is likely that Santiago bedrock underlies the site at depth. Review of the regional geologic information indicates the absence of faulting within/or in immediate proximity of the site. The trace of the Rose Canyon fault is located approximately eight (8) kilometers southwest of the parcel. Owing to the dense character of the Lindavista and underlying Santiago Formation, liquefaction potential is very low. Ground shaking from large seismic events generated along offsite faults is possible, as with most areas in the seismically active southern California area. For structural design purposes, the parameters presented in Table A should be utilized for post-graded lots. The site occurs in seismic zone 4, and therefore the seismic zone factor "Z" is 0.4. These parameters are meant to be consistent with UBC (1997). PACIFIC SOILS ENGINEERING, INC. Work Order 400829 December 18, 2001 Page 4 TABLE A UBC (1997) Seismic Parameters Soil Profile Type Ca Cv Na Nv sc 0.40Na 0.56NV 1.0 1.1 4.1 Groundwater Groundwater was encountered at the time of PSE's subsurface investigation at a depth of eight (8) to nine and one-half (9.5) feet below the existing grades. The depth of cut on the eastern edge of the lot, including the lot overexcavation, will be approximately nine (9) feet; therefore, it is considered likely that groundwater will be encountered during grading operations or building construction. It is possible that landscape and/or seasonal precipitation will perch over the relatively dense, Lindayista Formation. In order to mitigate possible adverse effects of the groundwater, it is the recommendation of PSE that a subdrain be placed along the eastern and northern perimeters of the project as shown on the enclosed grading plan. This drain should be constructed at the heel of the proposed keyway for the stabilization fill slope along the eastern edge of the project (see cross sections A-A' through C-C', Figures 1 through 3). If perched conditions develop near finish grade surface, additional measures, such as the combination of area drains and/or French drains, may be required. PACIFIC SOILS ENGINEERING, INC. < I HIcr CM CM LJJoc CDu_ o CM II O I CO LLI g LL u ooisliz <=8p wc1 o00T—CMQO>CMOOOo c£ CsJ II s Work Order 400829 Page 5 December 18, 2001 5.0 SITE PREPARATION AND COMPACTION 5.1 Unsuitable Soil Removals As a general guideline, removals will likely be on the order of three (3) feet and should be accomplished over the entire site. Localized areas may require deeper removals and will depend upon conditions encountered during grading operations. Removal and recompaction should be accomplished for the eight (8) backhoe trenches (TP-1 through TP-8) excavated for this study. 5.2 Existing Site Improvements To the best of PSE's knowledge, existing underground improvements do not exist within the proposed building envelopes. Underground utility improvements may exist on the site along Chestnut Avenue. Additionally, residential structures exist on two sides of the subject lot. Given the proximity of the adjacent structures and improvements, care should be taken during grading operations. Accordingly, it should be the contractor's responsibility to protect adjacent improvements in these areas during grading and building construction. 5.3 Grading Compliance Grading should conform to the grading ordinance of the City of Carlsbad and the attached PSE earthwork specifications. Field observations will be required during grading by qualified geotechnical personnel. This should include full time observation and testing of fill soil placement by field technician(s) and periodic observation by the soil engineer. PACIFIC SOILS ENGINEERING, INC. Work Order 400829 Page 6 December 18, 2001 5.4 Site Preparation Prior to grading, the site must be stripped and cleared of existing vegetation, trash, debris and other deleterious materials. These materials should be removed and wasted offsite. 5.5 Removal Excavation Treatment Once removals are completed, the removal excavations should be moisture conditioned to optimum moisture or slightly above (ASTM:D 1557-91) and compacted to a minimum of 90 percent relative compaction, prior to placement of compacted fill. 5.6 Building Pad Overexcavation Where design grades and/or remedial grading creates a cut/fill transition on a building pad, the cut and shallow fill portions of the pad shall be overexcavated to provide a minimum compacted fill thickness of three (3) feet. Additionally, the undercut shall slope away from the pad a minimum of one (1) percent toward deeper fill areas in order to mitigate perching of subsurface water. 5.7 Compacted Fill Placement Fill should be spread in thin lifts (six to eight inches), the moisture content adjusted to a minimum of optimum moisture or slightly above, and the materials rolled and compacted to a minimum of 90 percent of laboratory maximum density as determined in accordance with ASTM:D 1557-91. Each lift should be treated in a like manner until the desired finish grades are achieved. PACIFIC SOILS ENGINEERING, INC. Work Order 400829 Page 7 December 18, 2001 5.8 Soil Material Suitability Excavated materials, which are approved by the soil engineer, may be utilized in compacted fill provided that trash, vegetation and other deleterious materials are removed prior to placement. 5.9 Soil Expansion Characteristics The onsite materials are considered to be low expansive in nature. Preliminary foundation designs are provided to accommodate this condition. However, as-graded expansive conditions should be confirmed upon completion of grading operations. 5.10 Import Soils Import soils, if needed, should have very low to low expansion properties. The soil engineer should be notified at least 48 hours in advance in order to sample, test and approve or disapprove materials from borrow sites. No import materials should be delivered for use on the site without prior approval by the soil engineer. 5.11 Compaction Testing Fill should be tested at the time of placement to ascertain that the required compaction is achieved. 6.0 PRELIMINARY FOUNDATION DESIGN CRITERIA Laboratory testing indicates the existence of onsite materials that are low in expansion potential. Final expansion potential determinations for the subject lots will be dependent on the post-graded soil conditions. For preliminary design purposes, the following conventional slab-on-grade foundation design parameters and recommendations are presented. PACIFIC BOILS ENGINEERING, INC. Work Order 400829 December 18, 2001 TABLE B CONVENTIONAL FOUNDATION DESIGN PARAMETERS Expansion Potential Soil Category Low I Medium II High III Footing Depth Below Lowest Adjacent Finish Grade One-Story Interior One-Story Exterior Two-Story Interior Two-Story Exterior 12 inches 12 inches 12 inches 18 inches 12 inches 18 inches 18 inches 18 inches 18 inches 24 inches 24 inches 24 inches Footing Width One-Story Two-Story Footing Reinforcement One-Story Two-Story Slab Thickness Slab Reinforcement Under-Slab Reguirement Slab Subgrade Moisture 12 inches 15 inches No. 4 rebars, one (1) on top, one (1) on bottom. No. 4 rebars, one (1) on top, one (1) on bottom. 4 inches (actual) No. 3 rebars spaced 18 inches on center, each way. 2 inches of clean sand over 10-mil Visqueen, underlain with 2 inches of clean sand. Minimum of 110 per- cent of optimum mois- ture prior to placing concrete. 12 inches 15 inches No. 4 rebars, two (2) on top, two (2) on bottom OR No. 5 rebars, one (1) on top, one on bot- tom. No. 4 rebars, two (2) on top, two (2) on bottom OR No. 5 rebars, one (1) on top, one on bot- tom. 4 inches (actual) No. 3 rebars spaced 15 inches on center, each way. 2 inches of clean sand over 10-mil Visqueen, underlain with 3 inches of clean sand. Minimum of 130 per- cent of optimum mois- ture 24 hours prior to placing concrete to a depth of 12 inches 12 inches 15 inches No. 5 rebars, two (2) on top, two (2) on bottom. No. 5 rebars, two (2) on top, two (2) on bottom. 4 inches (actual) No. 3 rebars spaced 12 inches on center, each way. 2 inches clean sand over 10-mil Visqueen, underlain with 4 inches of clean sand. Minimum of 140 per- cent of optimum mois- ture 48 hours prior to placing concrete to a depth of 12 inches. Footing Embedment Next to Swales and Slopes If exterior footings adjacent to drainage swales are to exist within five (5) feet horizontally of the swale, the footing should be embedded sufficiently to assure embedment below the swale bottom is maintained. Footings adjacent to slopes should be embedded such that at least seven (7) feet is provided horizontally from edge of the footing to the face of the slope. Garages A grade beam reinforced continuously with the garage footings shall be constructed across the garage entrance, ty- ing together the ends of the perimeter footings and between individual spread footings. This grade beam should be embedded at the same depth as the adjacent perimeter footings. A thickened slab, separated by a cold joint from the garage beam, should be provided at the garage entrance. Minimum dimensions of the thickened edge shall be six (6) inches deep. Footing depth, width and reinforcement should be the same as the structure. Slab thickness, reinforcement and under-slab treatment should be the same as the structure. PACIFIC SOILS ENGINEERING, INC. 0002A Work Order 400829 Page 8 December 18, 2001 Prior to construction, the foundation plans should be reviewed by PSE. At that time, finalized recommendations/comments will be presented. 6.1 Preliminary Foundation Design Criteria Foundation systems may be preliminarily designed based upon the following values. Allowable Bearing: 2000 Ibs./sq.ft. Lateral Bearing: 200 Ibs./sq.ft. at a depth of 12 inches plus 100 Ibs./sq.ft. for each additional 12 inches embedment to a maximum of 2000 Ibs./sq.ft. Sliding Coefficient: 0.35 Settlement: Total = 3/4 inch Differential- 3/8 inch in 20 feet The above values may be increased as allowed by code to resist transient loading conditions, such as wind or seismic. 6.2 Preliminary Conventional Slab-On-Grade Foundation Systems Conventional foundation systems may be preliminarily designed in accordance with section 6.1 and Table B. 6.3 Retaining Walls Foundations with retaining walls may be preliminarily designed in accordance with recommendations of paragraph 6.1 and the following: PACIFIC SOILS ENGINEERING, INC. Work Order 400829 Page 9 December 18, 2001 6.3.1 Lateral Earth Pressure Coefficients Level Backfill Ka = 0.32 Kp = 3.12 K0 = 0.48 Equivalent fluid pressures can be calculated utilizing a soil unit weight of y= 125 Ibs./ft.3. 6.3.2 Other Design Considerations Retaining wall design should consider additional surcharge loads, where appropriate. 6.3.3 Waterproofing and Drainage Systems Cantilever and/or restrained retaining walls should be waterproofed to accommodate the anticipated irrigation water and backfilled with free draining material (SE > 30) to within 18 inches of grade and compacted to project specifications to minimize water marks. Native soils shall be utilized in the upper 18 inches. Drainage systems including, as a minimum, a four (4) inch diameter perforated drain line surrounded by three (3) cubic feet per lineal foot of three-quarters (3/4) inch to one (1) inch crushed rock wrapped with a suitable filter fabric, should be provided to all cantilever and restrained retaining walls to relieve hydrostatic pressure. 6.3.4 Other Appurtenances PSE can provide geotechnical design parameters and subsurface drainage recommendations for pools, spas, flatwork or other hardscape improvements upon request. PACIFIC SOILS ENGINEERING, INC. Work Order 400829 Page 10 December 18, 2001 7.0 SLOPE STABILITY AND REMEDIATION 7.1 Cut Slopes Cut slopes have been designed at slope ratios of 2 :1 (horizontal to vertical) or flatter to seven (7) feet. Based on the sandy nature of the Lindavista Formation and the shallow groundwater onsite, it is the recommendation of PSE that the westerly facing cut slope be replaced with a drained stabilization fill. This fill should be supported on a variable width keyway of five (5) to seven (7) feet as shown on the enclosed grading plan and cross sections A-A', B-B', and C-C' (Figures 1 through 3). Slope stability calculations for this slope are presented on Plates C-1 and C-2 in Appendix D. Surficial slope stability calculations are presented on Plate C-3. Backcuts and cut slopes should be observed by the engineering geologist during grading. Modifications to the recommendations presented herein may be warranted, based upon conditions exposed by grading. Backcuts should be cut at a slope ratio of no steeper than 1:1. 7.2 Fill Slopes Fill slopes are designed at ratios of 2 : 1 (horizontal to vertical) or flatter. The highest design fill slope is approximately three (3) feet. Fill slopes, when properly constructed with onsite materials, are expected to be grossly stable as designed. 2 : 1 fill slopes are considered surficially stable when properly constructed with onsite materials. Keys should be constructed at the toe of all fill slopes toeing on existing or cut grade. Fill keys should have a minimum width equal to fifteen (15) feet. If possible, unsuitable soil removals below the toe of proposed fill slopes should extend outward from the catch point PACIFIC SOILS ENGINEERING, INC. Work Order 400829 Page 11 December 18, 2001 of the design toe at a minimum 1 : 1 projection on approved cleanout. Backcuts should be cut no steeper than 1 : 1, or as recommended by the geotechnical engineer. 7.3. Temporary Backcut Stability During grading operations, temporary backcuts may be required to accomplish remedial grading. Backcuts should be made no steeper than 1:1. Temporary backcut stability analysis is presented on Plate C-4. In consideration of the inherent instability created by temporary construction backcuts, it is imperative that grading schedules are coordinated to minimize the unsupported exposure time of these excavations. Once started, these excavations and subsequent fill operations should be maintained to completion without intervening delays imposed by avoidable circumstances. In cases where five day work weeks comprise a normal schedule, grading should be planned to avoid exposing at-grade or near-grade excavations through a non-work weekend. Where improvements may be affected by temporary instability, either on or offsite, further restrictions such as slot cutting, extending work days, implementing weekend schedules, and/or other requirements considered critical to serving specific circumstances may be imposed. 8.0 OTHER DESIGN AND CONSTRUCTION CONSIDERATIONS Positive drainage away from structures shall be provided and maintained. Utility trench backfill shall be accomplished in accordance with the prevailing criteria of the City of Carlsbad. PACIFIC SOILS ENGINEERING, INC. Work Order 400829 Page 12 December 18, 2001 Seismic design should be based on current and applicable building code requirements. Soluble sulfate concentrations of the foundation material should be determined after grading is complete, when the final distribution of onsite material is known. Preliminary chemical analyses are presently being conducted by Del mar Analytical. Specific recommendations with respect to concrete specifications and cathodic protection should be determined by a corrosion engineer. PACIFIC SOILS ENGINEERING, INC. Work Order 400829 December 18, 2001 Page 13 The findings and recommendations contained in this report are based upon the specific excavations and observations as noted. The materials immediately adjacent to or beneath those observed may have different characteristics and no representations are made as to the quality or extent of materials not observed. Respectfully submitted, PACIFIC SOILS ENGINEERING, INC. By: JULI^jHUGHES,~ Civil Engineering Associate Reviewed By: //, 0- M. PETTROSS, CEG 2043 gineering Geologist Reviewed by JOHN A) HANSON, ViceT*fesident Dist: (6) Addressee JEH/JAC/JMP/JAH:sl/0002 PACIFIC SOILS ENGINEERING, INC. APPENDIX Work Order 400829 December 18, 2001 REFERENCES Gregory, Garry H., 1999, GSLABL/with STEDwin, slope stability analysis system. ICBO, 1997, Uniform Building Code, Whittier, California: International Conference of Building Officials, 3 volumes. Pacific Soils Engineering, Inc., 2001, Geotechnical Foundation Investigation for the Chestnut Property, in the City of Carlsbad, California, dated November 8, 2001 (Work Order 400829). Tan, S. S., and Kennedy, M. P., 1996, Geologic maps of the northwestern part of San Diego County, California: California Division of Mines and Geology, open file report 96-02. PACIFIC SOILS ENGINEERING, INC. APPENDIX B UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS g J iA 9 ST.*|-8 * lii l i J EO • vi * 1 § 1£ o fc •- S * 1 1|| J t ^ CM « O J V K . 1 !6l 0° o*s*., ^ 3,-= a **|j *s li8 '1s'»i'J <f!-4 C J O _ in -!|S J1 s1* i: i rr-°^ ^ «» o ~ i5SD | o '5 £ i-J ^ r / / $ 11 1 ll£ '-if ^7 ~} r HIGHLY ORGANIC SOILS = OUP MBOLS 0 .0 GW ) J SGP & %GM <fo 4 sw JSP •SM ^sc ML / f\iUL MH ^CH +- °H/ r= PI TYPICAL NAMES Weil-orooX) orovelt. gmvel tond rr»turet. I'ttte or no fines Pooily-grooerj grovels, grovel-iond miituret, little or no fines Silly growls, grovel -sorxj-sill miitures Cloyey grovels, grovel-tand-silt miitures Wet-graded tonds, gravelly sands, little or no fines Poorly • graded sands, gravelly sands, little or no fines Silly tonds, sand-tilt miituret Cloyey tondt, tond-cloy miituret Inorganic tiltt and fine tondt, rock flour tilty or clayey fine tondt or clayey tillt with flight plasticity. horgank cloys of bw to medium pkntic'ty, gravelly days, tandy ctoyt, tilty cloys, lean days Organic tilt ond organic tilly cloy I of tow plasticity Inorganic tilts, micaceous or diatomoceous fine eandy o> tilty eata, elottic tiltt Inorganic cloys of high plasticity, to) clayt Organic cloys of medium to high plasticity, organic siltt Peal and other highly organic toils FIELD IDENTIFICATION PROCEDURES Wide range grain sizes ond tubslontio amounts of all intermediate particle tizet Predominately one sue a o range of tires with tome intermediate tizes missing Nonplotnc fines or fines with low plasticity, (tor ioenti- proceduret tee ML below) Plastic finet (for identification procedures vee CL bek>w) Wide range in groin sizes and substantial amounts of all intermediate particle sires Predominately one sire or o range of some intermediate tires missing tires with Nonptostic finet or fines with low plasticity (for identification procedures tee ML below) PkBtic fines (for identification procedures see CL below) IDENTIFICATION PROCEDURES on fraction emaller than No. 40 sieve lire Dry Strength I crushing characteristic!) None to slight Medium to high. Slight tomedium Slight to medium High to very high Medium to high Diloloncy (reaction to snaking ) Quiet to (tow •"•*-* Stow Slow to none None None to verytbw Readily Identified by color, odor ond frequently by fibrous teiture Toughness (consistency near PL) None Medium Slight to medium Slight to medium High Slight to medium . spongy , feel BOUNDARY CLASSIFICATIONS So* poo*u*>? ct*xocl«Hl»»Cl erf twc tyoupi <rt deugtxHM} by uyrtotficru 0t ^09 cymbal*. PARTICLE SIZE LIMITS SILT OR CLAY SAND GRAVEL FINE MEDIUM COARSE FINE COARSE 1 - COBBLES 1ii BOULDERS NottX) No40 No 10 No 4 V4n S» IBnJUS STANDARD SIEVE SIZE CONSISTENCY CLASSIFICATION GRANULAR SOIL COHESIVE SOIL BEDROCK MOISTURE CONPITIQN QJK£R Very loose Very »ft Loo« Soft Moderately dense Firm Medium dense Stiff Dense Very ttiff Very dense Hard AHnncr The UnM So Obwncorion Syitwn, Corpl of .CxginMrv US. Ami V7V.CO M»manir>lkiin No S-JS7, SYMBOLS Dry R- Undisturbed sample Slightly moist B- Bulk (ample Sofl Moist 2 Groondwater Moderotely horrj Wet £ Groundwoter seepage Hard Saturated Very hard PACIFIC SOILS ENGINEERING, INC. j PLATE A Work Order 400829 December 18, 2001 Work Order 400829 Date Excavated 10/29/01 Excavated by SDH Equipment John Deere 310 D Backhoe with 24 inch Bucket TABLE I LOG OF TEST PITS Test Pit No. Depth (ft.) USCS Description TP-1 0.0-1.5 SM TOPSOIL: SILTY SAND, fine-grained, light red brown, dry, loose; some roots. 1.5-8.5 SM TERRACE DEPOSIT (Qt): SILTY SAND, fine- grained, gray-light yellow, moist, dense; slight pinhole porosity; few roots to 5.0 ft.; uncommon iron oxide stained fractures. TOTAL DEPTH 8.5 FT. NO WATER, NO CAVING TP-2 0.0-0.5 SM TOPSOIL: SILTY SAND, fine-grained, light red brown, dry, loose; some roots. 0.5-10.0 SP TERRACE DEPOSIT (Qt): SAND, gray-light yellow to light red brown, dry, dense; slight pinhole porosity. @ 4.0 ft. becomes moist. <g) 9.5 ft. water seeping into test pit, slight caving: becomes rust red in color. TOTAL DEPTH 10.0 FT. WATER AS NOTED CAVING AS NOTED PACIFIC SOILS ENGINEERING, INC. Work Order 400829 December 18, 2001 TABLE I cont. LOG OF TEST PITS Test Pit No.Depth (ft.) USGS Description TP-3 0.0-1.0 1.0-3.0 SM SM 3.0-13.0 SP TOPSOIL: SILTY SAND, fine-grained, light red brown, dry, loose; some roots. ARTIFICIAL FILL - UNDOCUMENTED (Qafu): SILTY SAND, gray brown, dry, loose; 2 to 3 inch tree roots; 5 inch diameter broken sewer pipe. TERRACE DEPOSIT (Qt): SAND, fine- grained, gray-yellow-brown, moist, dense. @ 9.0 ft. water seeping into test pit. @ 9.0 - 13.0 ft. wet: becomes rust red. TOTAL DEPTH 13.0 FT. WATER AS NOTED NO CAVING TP-4 0.0-1.0 SM 1.0-9.0 SP TOPSOIL: SILTY SAND, fine-grained, light red-brown, dry, loose; with many fine roots and a high percentage of composed organic material. TERRACE DEPOSIT (Qt): SAND, fine- grained, light gray-yellow, dry, moderately dense to dense; well cemented. @ 3.0 ft. becomes slightly moist; less dense. @ 7.0 ft. becomes rust red, moist. TOTAL DEPTH 9.0 FT. NO WATER, NO CAVING PACIFIC SOILS ENGINEERING, INC. Work Order 400829 December 18, 2001 TABLE I cont. LOG OF TEST PITS Test Pit No.Depth (ft.) USCS Description TP-5 0.0-1.5 1.5-10.0 SM SP TOPSOIL: SILTY SAND, light red brown, dry, loose; roots throughout. TERRACE DEPOSIT (Qt): SAND, fine- grained, light yellow-gray, slightly moist, dense; well sorted; slight pinhole porosity. @ 6.0 ft. becomes rust red. @ 9.0 ft. becomes wet; slow seepage. TOTAL DEPTH 10.0 FT. WATER AS NOTED • NO CAVING TP-6 0.0-1.0 1.0-9.0 SM SP TOPSOIL: SILTY SAND, light red brown, dry, loose; roots; 1 inch diameter iron pipe at 0.5 ft.; some clay. TERRACE DEPOSIT (Qt): SAND, fine- grained, light yellow gray, slightly moist, dense; well sorted. @ 7.0 ft. becomes moist, rust-red. @ 8.0 ft. wet, very slow seepage into test pit. TOTAL DEPTH 9.0 FT. WATER AS NOTED NO CAVING PACIFIC SOILS ENGINEERING, INC. Work Order 400829 December 18, 2001 TABLE I cont. LOG OF TEST PITS Test Pit No.Depth (ft.) USCS Description TP-7 0.0-2.0 SM 2.0-8.0 SM SP TOPSOIL: SILTY SAND, light brown, dry, slightly dense; with some clay; roots throughout. TERRACE DEPOSIT (Qt): SILTY SAND, light yellow to gray brown, slightly moist, dense; some clay; highly weathered. @ 5.0 ft. SAND, fine-grained, clean, light yellow to rust red, slightly moist to moist, moderately dense; becomes less weathered. TOTAL DEPTH 8.0 FT. NO WATER, NO CAVING TP-8 0.0-1.0 SM 1.0-8.0 SM SP TOPSOIL: SILTY SAND, light brown-red, dry, loose; with some clay; some roots. TERRACE DEPOSIT (Qt): SILTY SAND, light yellow to gray brown, moist, moderately dense; with some clay; slight pinhole porosity. @ 5.0 ft. grades to SAND, fine-grained, clean, rust red, slightly moist, dense. TOTAL DEPTH 8.0 FT. NO WATER, NO CAVING KR/0002 PACIFIC SOILS ENGINEERING, INC. APPENDIX Work Order 400829 December 18, 2001 LABORATORY ANALYSES The following laboratory tests were performed on representative samples in accordance with the latest standards from the ASTM and the Uniform Building Code (UBC). Compaction Characteristics Laboratory maximum density and optimum moisture content determinations were made in accordance with ASTM Test Method D 1557 utilizing the bulk samples obtained from representative soils and bedrock types to determine their compaction characteristics. Results of these tests are presented in Table II. Direct Shear Determinations Direct shear tests were performed on "undisturbed" samples and samples which were remolded to 90 percent of the laboratory maximum density in accordance with ASTM:D 3080. Prior to testing, the samples were inundated under confinement for approximately 24 hours. Tests were made under various normal loads at a constant rate of strain of 0.05-inch per minute. Shear test data is presented in Table II, Plate B-1 and Plate B-2. Hydrometer Analyses Hydrometer grain size analyses were performed on the minus No. 10 sieve portion of the samples in accordance with ASTM:D 422. These tests were used as an aid in soil classification. The results of these tests are shown on Table II. Chemical/Resistivity Selected chemical and resistivity testing is presently being conducted by Del Mar Analytical. PACIFIC SOILS ENGINEERING, INC. < <a U)01 _ O CM— I- 50 U<0_J DC ^ 00 O QC <OTHER TESTREMARKSFRICTIONANQLE(DEQREES)RemEXPANSIINDEXUBC18-CLAmlnui 0.0SILTm - 0.(%)D (Qt)ldedChemu_c di c01 tn 'o<no •£ 'o (QO.ND (Qt) 4, 3, 3, 3, 3, 2, CM e2" inJ2 CO 2'' COin £ 2,< CO a: 55 vi CO 1,5 "U 1,( C ^ DIRECT SHEAR TESTS REMOLDED @ 90% 300 """--""""---- -I" 7oO do\) UUU ---------- - - / ou Ten -COU JUU •--- 7cn . ; .rOU >cn • - rcn • -DU )UU >cn --- -o :iii.^iiii:i :: ; -4| • ____:__ . 3 1 ^ IL • < ( ! . . • . 0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 NORMAL STRESS lbs./ft 2 symbol • SAND (Qt) SP COHESION 100 psf. FRICTION ANGLE 31 degrees boring depth (ft.) symbol TP-2 3.5 boring depth (ft.) WSSSiRM!iB^Si DIRECT SHEAR TEST 1PACIFIC SOILS ENGINEERING, INC. 771 5 Convoy Court, S.D. CA 921 1 1 (858)560-1713 W.0. 400829 PLATE B-1 4, 3, 3, 3,. 3,1 2,' CM S!2'! 0) W 2''wUJ £ 2,( w 3"5 1,* 1,i 1,< r r DIRECT SHEAR TESTS REMOLDED @ 90% 300 "---"""---"----I-"-! 7Cft : OCf\ ' _ .cOU 7Cr\ - : ~ . _ _ . JCf\ ; ;_^iOU • ){J(J •-----; 7cn . - - .' OU )UU >cr\ . . ?cn • - - ;nn • ;__- _____-.. . >cn • - - n . i ... - J |_ . J [. . ' - 0 500 1,000 1,500 2,000 2,500 3,000 3,500 NORMAL STRESS lbs./ft 2 symbol • SAND (Qt) SP 4,000 COHESION 0 psf. FRICTION ANGLE 33 degrees boring depth (ft.) symbol TP-3 11.0 boring depth (ft.) •S9I 'HRM ( Kail > DIRECT SHEAR TEST 3ACIFIC SOILS ENGINEERING, INC. ^715 Convoy Court, S.O. CA 921 1 1 858)560-1713 A/.0. 400829 PLATE B-2 APPENDIX PE1/07_J00 o cbc o(Dc •» .22 - O 5! Z | 00 ^"J § O* a!oo &85^ a Q (n O £§Z00 CO iS"sr°S y ^o o -C <B^O •!: ~~. o in2~ acoco-i; '"CO-3 •KC- ooP~ am o SS 4* ID OooCD O•o I 0) Q. O U> m 1 siCM 5ii "r w >. U. 00 I". TJ O 2 w c5ts•2 O CM PLATE C-1 LJJ °O. S OS =! ?u- 5<DC CM «"J2 h- CO 2 m </) I ^ O> u./Nl O5 iJ! CMCO CD o § O <B D)| "co in o Sjoo "o wCO* oo oto •oo o.o J2m TJO 2 =5o EHw >.u. m 2 2u Im (O oCO o(O oCM CO PLATE C-2 SURFICIAL SLOPE STABILITY SLOPE SURFACE FAILURE PATH FLOW LINES Assume: (1) Saturation To Slope Surface (2) Sufficient Permeability To Establish Water Flow Pw = Water Pressure Head=(z)(cosA2(a)) Ws = Saturated Soil Unit Weight Ww = Unit Weight of Water (62.4 Ib/cu.ft.) u = Pore Water Pressure=(Ww)(z)(cosA2(a)) z = Layer Thickness a = Angle of Slope phi = Angle of Friction c = Cohesion Fd = (0.5)(z)(Ws)(sin(2a)) Fr = (z)(Ws-Ww)(cosA2(a))(tan(phi)) + c Factor of Safety (FS) = Fr/Fd Given: Calculations: Ws (pcf) z (ft) a (degrees)(radians) phi (degrees)(radians) c (psf) 135 Pw 1.60 99.84 26.565051 0.4636476 31 0.5410521 100 Fd Fr FS 108.00 169.80 1.57 Pacific Soils Engineering, Inc.PLATE C-3 CKCUT,lnc. 11/08/2001 2:04PM< ?m '£Q)<BT— C• . '5) T— CUJ- a>Is" 'ow *• o1- 13(0__ ft. 2 ><L^B CDI— —CO §UJ tr X cv,0 it 400829N\829\829BACK.1UJ w o 0) <D •? O Oh. =z w '•§t»°£<S« l^ooCO »\ '+— -„;0) C WOg|SS Is^o3 ~ y jo ™5"~''1~OT . — > j^-O ^ "^ O ^3 =5^0^W^2 1| 5 % a 1 1 4 • S. | " s,^\\\ \\ \\Ar^T\\\— ^s^ *^* . 1 1 §O00 oto TJoIo.o (0 m •D0) c« EK u. m ^1 a" 23& ICO U) Ooo o(O oCM CO PLATE C-4 APPENDIX PACIFIC SOILS ENGINEERING, INC. EARTHWORK SPECIFICATIONS These specifications present generally accepted standards and minimum earthwork requirements for the development of the project. These specifications shall be the project guidelines for earthwork except where specifically superceded in preliminary geology and soils reports, grading plan review reports or by prevailing grading codes or ordinances of the controlling agency. I. GENERAL A. The contractor shall be responsible for the satisfactory completion of all earthwork in accordance with the project plans and specifications. B. The project Soil Engineer and Engineering Geologist or their representatives shall provide testing services, and geotechnical consultation during the duration of the project. C. All clearing, grubbing, stripping and site preparation for the project shall be accomplished by the Contractor to the satisfaction of the Soil Engineer. D. It is the Contractor's responsibility to prepare the ground surface to receive the fills to the satisfaction of the Soil Engineer and to place, spread, mix and compact the fill in accordance with the job specifications and as required by the Soil Engineer. The Contractor shall also remove all material considered by the Soil Engineer to be unsuitable for use in the construction of compacted fill. E. The Contractor shall have suitable and sufficient equipment in operation to handle the amount of fill being placed. When necessary, equipment will be shut down temporarily in order to permit proper compaction of fills. H. SITE PREPARATION A. Excessive vegetation and all deleterious material shall be disposed of offsite as required by the Soil Engineer. Existing fill, soil, alluvium or rock materials determined by the Soil Engineer as being unsuitable for placement in compacted fills shall be removed and wasted from the site. Where applicable, the Contractor may obtain the approval of the Soil Engineer and the controlling authorities for the project to dispose of the above described materials, or a portion thereof, in designated areas onsite. After removals as described above have been accomplished, earth materials deemed unsuitable in their natural, in-place condition, shall be removed as recommended by the Soil Engineer/Engineering Geologist. PACIFIC SOILS ENGINEERING, INC. Earthwork Specifications Page 2 B. After the removals as delineated in Item II, A above, the exposed surfaces shall be disced or bladed by the Contractor to the satisfaction of the Soil Engineer. The prepared ground surfaces shall then be brought to the specified moisture condition, mixed as required, and compacted and tested as specified. In areas where it is necessary to obtain the approval of the controlling agency, prior to placing fill, it will be the contractor's responsibility to notify the proper authorities. C. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipelines or others not located prior to grading are to be removed or treated in a manner prescribed by the Soil Engineer and/or the controlling agency for the project. III. COMPACTED FILLS A. Any materials imported or excavated on the property may be utilized in the fill, provided each material has been determined to be suitable by the Soil Engineer. Deleterious material not disposed of during clearing or demolition shall be removed from the fill as directed by the Soil Engineer. B. Rock or rock fragments less than eight inches in the largest dimension may be utilized in the fill, provided they are not placed in concentrated pockets and the distribution of the rocks is approved by the Soil Engineer. C. Rocks greater than eight inches in the largest dimension shall be taken offsite, or placed in accordance with the recommendations of the Soil Engineer in areas designated as suitable for rock disposal. D. All fills, including onsite and import materials to be used for fill, shall be tested in the laboratory by the Soil Engineer. Proposed import materials shall be approved prior to importation. E. The fill materials shall be placed by the Contractor in layers that when compacted shall not exceed six inches. Each layer shall be spread evenly and shall be thoroughly mixed during the spreading to obtain a near uniform moisture condition and a uniform blend of materials. All compaction shall be achieved at optimum moisture content, or above, as determined by the applicable laboratory standard. No upper limit on the moisture content is necessary; however, the Contractor must achieve the necessary compaction and will be alerted when the material is too wet and compaction cannot be attained. PACIFIC SOILS ENGINEERING, INC. Earthwork Specifications Page 3 F. Where the moisture content of the fill material is below the limit specified by the Soil Engineer, water shall be added and the materials shall be blended until a uniform moisture content, within specified limits, is achieved. Where the moisture content of the fill material is above the limits specified by the Soil Engineer, the fill materials shall be aerated by discing, blading or other satisfactory methods until the moisture content is within the limits specified. G. Each fill layer shall be compacted to minimum project standards, in compliance with the testing methods specified by the controlling governmental agency and in accordance with recommendations of the Soil Engineer. In the absence of specific recommendations by the Soil Engineer to the contrary, the compaction standard shall be ASTM:D 1557-91. H. Where a slope receiving fill exceeds a ratio of five-horizontal to one-vertical, the fill shall be keyed and benched through all unsuitable topsoil, colluvium, alluvium, or creep material, into sound bedrock or firm material, in accordance with the recommendations and approval of the Soil Engineer. I. Side hill fills shall have a minimum key width of 15 feet into bedrock or firm materials, unless otherwise specified in the soil report and approved by the Soil Engineer in the field. J. Drainage terraces and subdrainage devices shall be constructed in compliance with the ordinances of the controlling governmental agency and/or with the recommendations of the Soil Engineer and Engineering Geologist. K. The contractor shall be required to maintain the specified minimum relative compaction out to the finish slope face of fill slopes, buttresses, and stabilization fills as directed by the Soil Engineer and/or the governing agency for the project. This may be achieved by either overbuilding the slope and cutting back to the compacted core, or by direct compaction of the slope face with suitable equipment, or by any other procedure which produces the designated result. L. Fill-over-cut slopes shall be properly keyed through topsoil, colluvium or creep material into rock or firm material; and the transition shall be stripped of all soil or unsuitable materials prior to placing fill. The cut portion should be made and evaluated by the Engineering Geologist prior to placement of fill above. M. Pad areas in natural ground and cut shall be approved by the Soil Engineer. Finished surfaces of these pads may require scarification and recompaction. PACIFIC SOILS ENGINEERING, INC. Earthwork Specifications Page 4 rv. CUT SLOPES A. The Engineering Geologist shall inspect all cut slopes and shall be notified by the Contractor when cut slopes are started. B. If, during the course of grading, unforeseen adverse or potentially adverse geologic conditions are encountered, the Engineering Geologist and Soil Engineer shall investigate, analyze and make recommendations to treat these problems. C. Non-erodible interceptor swales shall be placed at the top of cut slopes that face the same direction as the prevailing drainage. D. Unless otherwise specified in soil and geological reports, no cut slopes shall be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies. E. Drainage terraces shall be constructed in compliance with the ordinances of the controlling governmental agencies, and/or in accordance with the recommendations of the Soil Engineer or Engineering Geologist. V. GRADING CONTROL A. Fill placement shall be observed by the Soil Engineer and/or his representative during the progress of grading. Field density tests shall be made by the Soil Engineer or his representative to evaluate^e-eompaetitm-and-moistijre-complrance-of-eaeh-layer-of-fift—Density- tests shall be performed at intervals not to exceed two feet of fill height. Where sheepsfoot rollers are used, the soil may be disturbed to a depth of several inches. Density determinations shall be taken in the compacted material below the disturbed surface at a depth determined by the Soil Engineer or his representative. B. Where tests indicate that the density of any layer of fill, or portion thereof, is below the required relative compaction, or improper moisture is in evidence, the particular layer or portion shall be reworked until the required density and/or moisture content has been attained. No additional fill shall be placed over an area until the last placed lift of fill has been tested and found to meet the density and moisture requirements and that lift approved by the Soil Engineer. C. Where the work is interrupted by heavy rains, fill operations shall not be resumed until field observations and tests by the Soil Engineer indicate the moisture content and density of the fill are within the limits previously specified. PACIFIC SOILS ENGINEERING, INC. Earthwork Specifications Page 5 D. During construction, the Contractor shall properly grade all surfaces to maintain good drainage and prevent ponding of water. The Contractor shall take remedial measures to control surface water and to prevent erosion of graded area until such time as permanent drainage and erosion control measures have been installed. E. Observation and testing by the Soil Engineer shall be conducted during the filling and compacting operations in order that he will be able to state in his opinion all cut and filled areas are graded in accordance with the approved specifications. F. After completion of grading and after the Soil Engineer and Engineering Geologist have finished their observations of the work, final reports shall be submitted. No further excavation or filling shall be undertaken without prior notification of the Soil Engineer and/or Engineering Geologist. IV. SLOPE PROTECTION All finished cut and fill slopes shall be planted and/or protected from erosion in accordance with the project specifications and/or as recommended by a landscape architect. PACIFIC SOILS ENGINEERING, INC. CANYON SUBDRAIN DETAIL TYPE A \PROPOSED COMPACTED FILL •^NATURAL GROUND TYPICAL BENCHING BEDROCK SEE DETAIL ALTERNATE "A" (PLATE 6-2) NOTE: FINAL 20 OF PIPE AT OUTLET SHALL BE NON-PERFORATED TYPE B PROPOSED COMPACTED FILL -NATURAL GROUND COLLUVIUM AND ALLUVIUM (REMOVE) TYPICAL BENCHING BEDROCK SEE DETAIL ALTERNATE "B "(PLATE 6-2 NOTE:FINAL 20'OFPIPE AT OUTLET SHALL BE NON-PERFORATED PLATE G-l PACIFIC SOILS ENGINEERING. INC. W. O. DATE 6 IN. CANYON SUBDRAIN ALTERNATE DETAILS ALTERNATE I PIPE AND FILTER MATERIAL FILTER MATERIAL-'MIN.VOL. Of 9FT. /LIN.FT. A-l 6 IN. 0 ABS OR PVC PIPE OR APPROVED SUBSTITUTE WITH MIN. 8 PERF. ,1/4 IN.0 PER LINEAL FOOT IN BOTTOM HALF OF PIPE. ASTM D27SI, SDR350R ASTM D3O34, SDR 35 OR ASTM DI527, SCHD.40 ASTM DI785, SCHD.40 12 IN.MIN.- 6 IN. MIN.'IN.MIN s-/ FOR CONTINUOUS RUN IN EXCESS OF5OO FEET USE 8 IN. 0 PIPE 6 IN. MIN. OVERLAP A-2 ALTERNATE 2 FILTER MATERIAL WRAPPED IN FABRIC I IN. MAX. GRAVEL WRAPPED IN FILTER FABRIC I IN. MAX.GRAVEL OR APPROVED EQUIVALENT 9 FT. /FT. MIRAFI I4O FILTER FABRIC OR APPROVED EQUIVALENT^ (TYPICAL) 6 IN. UIN. /OVERLAP B-2 PROPOSED FINISHED GRADE DETAIL OF CANYON SUBDRAIN TERMINAL FOR ALTERNATES A2 AND B2 NATIVE BACKFILL 15 FT. MIN. I \20FT.MIN. 5 FT. UIRAFI 140 FILTER FABRIC OR APPROVED EQUIVALENT I IN. MAX. OPEN GRADED GRAVEL OR APPROVED EQUIVALENT NON-PERF PERF.6IN. C IN.0 MIN 0 UIN. PIPE 6 IN. MIN. OVERLAP A-3 ALTERNATE 3 PERFORATED PIPE SURROUNDED . WITH FILTER MATERIAL • FILTER MATERIAL 9 FT. /FT. — PERFORATED PIPE 6 IN. 0 MIN. — 6 IN. UIN. COVER 4 IN. MIN. BEDDING \CT~e IN. MIN. \l OVERLAP 4 IN. MIN. BEDDING B-5 FILTER MATERIAL SIEVE SIZE PERCENT PASSING I IN.3/4 IN. 3/8 IN. NO. 4 NO. 8 N0.3O NO. SO NO. SOO 100 90-IOO 4O-IOO 25-40 18-33 3-IS O-7 O-3 PLATE 6-2 PACIFIC SOILS ENGINEERING INC. WO DATE x> xi fc££ *o o o o I fe S S g£ 1«2 K. o-S o — *"" --"^t*! S- £ *» «>-^:s r. Q-o c Boo »- K- " , Q.to V) ^fS? . Oc »0 «r>fO rr,€i x>4) ^* <O V> S-^S^xjS w>*- ~-- •- c O)> .±: o<z o> O w ••*ft) — O<z a oO-Q .t O Uj[58 : > OQ to 5so v> O Cut Lot 5 min. •-?:/&/'Unweothered Bedrock •Overexcovote and Recompacl Cut-Fill Lot (Transition) ^\-5 min. Compacted Fill m///////////////3 min. N ^Overexcavate and Recompoct Unweathered Bedrock 'deeper overexcovotion may be required by the soils engineer in steep cut-fill transition areas PACIFIC SOILS ENGINEERING. INQ. W. 0. DATE PLATE 6-4 «Jc CO UJH O UJ^Q coo o *> o •5 *5>O IO|zo:LJLJzoLJtn 5CO ou. LJg i Selective Grading Detail for Stabilization Fill Unstable Material Exposed in Portion of Cut Slope Unweathered Bedrock or approved material L-1'tilted back (min.) If recommended by the soils engineer/geologist, theremainingcut portion of the slope may require removal and replocemen with compacted fill (See Plate G~3) NOTE-' /. Subdrains are not required unless specified. 2. "w" shall be equipment width (15') for slope heights less than 25 feet. For slopes greater than 25 feet "w" shall be Determined by the project soils engineer/geologist. At no time shall "w" be less than H/2. PLATE G-7 PACIFIC SOILS ENGINEERING, INC. W.O DATE I 1 •6 Si CDI UJ co §o5 UJQ: -2 E £O10 o o 00I QQ Uj 0.0 CO ^^ ooo. oo I ROCK DISPOSAL DETAIL FINISH GRADE CLEAR AREA FOR FOUNDATIONS, UTILITIES AND SWIMMING POOLS ce> 10' or as described by report \ S FINISH SLOPE FACE WINDROW I TYPICAL) NOTE: IF NECESSARY, OVERSIZED MATERIAL SHOULD BE REMOVED FROM THE 15 FOOT ZONE WITH SPECIAL EOUIPMENTfSUCH AS A ROCK RAKE^PRIOR TO PLACING THE NEXT FILL LIFT. TYPICAL WINDROW DETAIL (END VIEW) HORIZONTALLY PLACED COMPACTED FILL GRANULAR SOIL FLOODED^ TO FILL VOIDS NOTE: COMPACTED FILL SHALL BE BROUGHT UP AT A HIGHER ELEVATION ALONG WINDROW SOGRANULAR SOIL CAN BE FLOODED IN A "TRENCH CONDITION". PROFILE VIEW • • * .* •.. • * j»* * * • •• t *. • ».••••-. /'••••.•-.. • •• • . • • • • ' • • • • , \ • - . »-•.*.•.• •"„•"...•;*•1 *. • • . •. —' • " ." • • _•_•." _ • •. * ." . • • . ' * . 's—^.. • _LZ__ mf V * "A —^ * — * * *. J-——^J • _ *.—I—*. . . PLATE C-/0 PACIFIC SOILS ENGINEERING, INC W.O. DATE e «j ^-c <- ^,c.oie £5?o1168Uj1JH 15 SS ov> Oc:ii TITLE 24 ENERGY COMPLIANCE REPORT FOR: Chestnut Lot 240 Carlsbad Climate Zone 07 PREPARED FOR: Hermosa Homes Plans for Chestnut Lot 240 have been reviewed. The following Title 24~energy report demonstrates compliance with California's Title 24 energy code for new residential projects. Mark Gallant, CEPE PREPARED BY: HAYNAL & COMPANY INC. 2522 Chambers Road Ste 110 Tustin, CA 92780 714-573-4065 May 23, 2002 AB970 CODE, Micropas 6.01 C20-LIC#649028 JUL-31-2002 WED 05:37 PN CITY OF CARSLBAD FAX NO, 760 602 8558 P. 02 Carlsbad Building Department PAYMENT OF SCHOOL PEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the dty prior to issuing a building permit. The City wilt not issue any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner Name(s): Project Description; L.LC BUILDING TYPE: Residential:Number of New Dwelling Units, Square Feet of Living Area in New Dwelling Second Dwelling Unit: Square Feet of Living Area in SOU /Vfr Residential Additions: Net Square Feet New Area Commercial/Industrial: City Certification of applicant's information: Square Feet Floor Area Date: Carlsbad Unified School District 801 Pine Ave. Carlsbad CA 92009 (729-9291) DISTRICTS WITHIN THE CITY OF CARLSBAD San Marcos Unified School District 215MataWay San Marcos, CA 92069 (290-2649) Enclnitas Union School District 101 South Rancho Santa Fe Rd Encinitas. CA 92024 (944-4300) San Dleguito Union High School District 710 Encinitas Blvd. Encinitas, CA 92024 (753-6491) Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's Knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner Is the owner/ developer of the above described projects), or fnat the person executing this declaration is authorized to sign on behalf of the Owner. Signature:V-C.Date: DISTRICSCHOOL FEE CERTIFICATION (To be completed by the school district(s)) 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 6O2-2700 • FAX (760) 6O2-8560 JUL-31-2002 WED 05:38 PM CiTY OF CARSLBAD FAX NO, 760 602 8558 P, 03 **.•**********,****************»*********»*******•"*************************•********************** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER FreemanAssistant Superintendent Carlsbid Unified School District 891 Pins Avenue 'd---! r-'!f-.rp*fl Q^flQ^Idi/OUyvufftfflMff ?&irtr&